CN111948029A - Rock mass ground stress measuring method and tensile strength uniformity measuring method - Google Patents
Rock mass ground stress measuring method and tensile strength uniformity measuring method Download PDFInfo
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- CN111948029A CN111948029A CN202010985906.9A CN202010985906A CN111948029A CN 111948029 A CN111948029 A CN 111948029A CN 202010985906 A CN202010985906 A CN 202010985906A CN 111948029 A CN111948029 A CN 111948029A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
Abstract
The invention discloses a rock mass ground stress measuring method and a tensile strength uniformity measuring method.A horizontal drilling hole is constructed at a test position, then a plurality of fracturing devices are arranged in the horizontal drilling hole, the fracturing directions of the fracturing devices are different, then the fracturing devices are controlled to work in sequence from the inner part of the hole to the outer part of the hole, a rock mass is fractured, and the applied pressure is recorded; solving horizontal main stress, vertical main stress and horizontal main stress direction according to the recorded opening pressure when the cracks of each fracturing device of the horizontal drilling hole are opened; then, constructing a vertical drilling hole at the test position; and finally, repeatedly fracturing to measure the directions of the minimum horizontal principal stress, the maximum horizontal principal stress and the minimum horizontal principal stress in the plane perpendicular to the direction of the drilled hole. The pressure in the holes needed by fracturing in multiple directions can be measured only by placing the fracturing device once, so that the measurement error caused by placing the fracturing device for multiple times is avoided; the rock mass fracturing position in the hole can be preset and flexibly controlled, and the measurement directionality and pertinence are improved.
Description
Technical Field
The invention belongs to the technical field of geomechanics, rock mechanics and engineering, and particularly relates to a rock mass ground stress measuring method and a tensile strength uniformity measuring method.
Background
Rock is a material of the earth's surface layer, and in a long geological age, the crustal material generates an internal stress effect due to geological structure movement and the like, and the stress is called ground stress. The stress activity in the crust is the reason for the crust to overcome the resistance and continuously move and develop; all deformation, such as fold, fracture, etc., occurring everywhere in the earth's crust is the result of the action of the ground stress.
Geostress is the fundamental force that causes deformation and destruction of various underground or open-air rock excavation projects. Therefore, the determination of the ground stress is a necessary precondition for determining the mechanical property of the engineering rock mass, analyzing the stability of the surrounding rock and realizing the excavation design and decision scientization of the rock engineering. In addition, the ground stress state has important significance for earthquake prediction, regional crust stability evaluation, stability of oil fields and oil wells, storage of nuclear waste, rock burst, coal and gas outburst, research of earth dynamics and the like.
The existing methods for measuring the crustal stress include direct measurement methods such as a hydraulic fracturing method, a flat jack method, a rigid inclusion stress meter method and an acoustic emission method, and indirect measurement methods such as a full stress relieving method, a local stress relieving method and a geophysical method. The most accurate method for measuring the ground stress is a hydraulic fracturing method, but the hydraulic fracturing method has the problems of difficulty in accurately identifying the closing pressure and the re-tensioning pressure, inaccuracy in the direction of the main stress and the like.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a rock mass ground stress measuring method and a tensile strength uniformity measuring method which are flexible and controllable in fracturing position, good in measuring directionality and pertinence.
The rock mass ground stress measuring method provided by the invention comprises the following steps:
s.1, constructing a horizontal drilling hole at a test position;
s.2, placing a plurality of fracturing devices into the horizontal drill hole, wherein the fracturing directions of the fracturing devices are different;
s.3, controlling each fracturing device to work in sequence, fracturing the rock mass, wherein the fracturing sequence is from the inner part to the outer part of the hole, and recording the applied pressure;
s.4, solving the horizontal principal stress sigma according to the recorded opening pressure when the cracks of each fracturing device of the horizontal drilling hole are openedhVertical principal stress σvAnd a horizontal principal stress direction α;
s.5, constructing a vertical drilling hole at the test position;
and S.6, repeating the steps S.2-S.4, and measuring the directions of the minimum horizontal principal stress, the maximum horizontal principal stress and the minimum horizontal principal stress in a plane vertical to the drilling direction.
The fracturing device comprises a fracturing disc and a hydraulic cylinder; the fracturing disks are circular arc disks, a pair of fracturing disks are oppositely arranged to form a fracturing circular ring, and the splicing surfaces of the two fracturing disks are in the fracturing direction; a pair of hydraulic cylinders are arranged in the fracturing circular ring in parallel, the piston end is connected with the same fracturing disk, and the cylinder end is connected with the other fracturing disk.
The outer end face of the fracturing disc is provided with fracturing sawteeth; the pair of hydraulic cylinders are driven by the same hydraulic station.
Three fracturing devices, namely an inner fracturing device, a middle fracturing device and an outer fracturing device, are sequentially arranged in the horizontal drilling hole from the inner part to the outer part; the fracturing direction of the inner fracturing device is theta1The fracturing direction of the middle fracturing device is theta2The fracturing direction of the external fracturing device is theta3。
In said s.4 the process is carried out,
kPi1b＝3σv-σh-4(σv-σh)sin2(θ1-α)-P0，
kPi2b＝3σv-σh-4(σv-σh)sin2(θ2-α)-P0，
kPi3b＝3σv-σh-4(σv-σh)sin2(θ3-α)-P0，
in the formula, Pi1b、Pi2bAnd Pi3bInternal pressure, σ, of the inner, middle and outer fracturing devices, respectivelyhIs the horizontal principal stress, σvIs the principal vertical stress, theta1、θ2And theta3Respectively the fracturing directions of the rigid fracturing disks in the inner part, the middle part and the outer hole, alpha is the horizontal main stress direction, P0K is a correction factor for pore pressure around the fracture.
The invention also provides a method for measuring the tensile strength uniformity of the rock mass, which takes the opening pressure as a basis,
firstly, calculating the in-situ tensile strength of the rock body corresponding to each fracturing device,
and then according to the in-situ tensile strength of each position, calculating the tensile strength uniformity index of the rock mass in the measured area.
The in-situ tensile strength comprises the tensile strength sigma of the inner rock masst1Middle rock tensile strength sigmat2And tensile strength sigma of external rock masst3；
σt1＝r(Pi1a-Pi1b)，
σt2＝r(Pi2a-Pi2b)，
σt3＝r(Pi3a-Pi3b)，
In the formula, Pi1aAnd Pi1bRespectively the initial opening pressure and the reopening pressure when the inner fracturing device fractures the rock mass,
Pi2aand Pi2bRespectively the initial opening pressure and the reopening pressure when the middle fracturing device fractures the rock body;
Pi3aand Pi3bRespectively the initial opening pressure and the reopening pressure when the external fracturing device fractures the rock mass;
and r is the rock body in-situ tensile strength measurement correction coefficient.
The tensile strength uniformity index sigmaT，
In the formula, σtaThe average value of the in-situ tensile strength of the rock mass at the inner part, the middle part and the outer part of the drilled hole is shown.
According to the method, a horizontal drilling hole is constructed at a testing position, then a plurality of fracturing devices are placed in the horizontal drilling hole, the fracturing directions of the fracturing devices are different, then the fracturing devices are controlled to work in sequence from the inner part of the hole to the outer part of the hole, a rock body is fractured, and applied pressure is recorded; solving horizontal main stress, vertical main stress and horizontal main stress direction according to the recorded opening pressure when the cracks of each fracturing device of the horizontal drilling hole are opened; then, constructing a vertical drilling hole at the test position; and finally, repeatedly fracturing to measure the directions of the minimum horizontal principal stress, the maximum horizontal principal stress and the minimum horizontal principal stress in the plane perpendicular to the direction of the drilled hole. On one hand, the fracturing device is directly inserted into a pre-drilled drill hole, the measuring process is convenient and simple, the pressure in the hole required in three fracturing directions can be measured only by placing the fracturing device in the drill hole once, the measuring error caused by placing the device for multiple times is avoided, and the measuring process is more efficient and more accurate; on the other hand, the rock mass fracturing position in the hole can be preset and can be flexibly controlled, the measurement directionality and pertinence are improved, the whole measurement process is only that the rigid fracturing plate in the hole is in contact with the rock mass, and the influence on the rock mass characteristic caused by the contact of a hydraulic medium and the rock mass is avoided.
Drawings
Fig. 1 is a schematic layout of the ground stress measurement in a preferred embodiment of the present invention.
Fig. 2 is an enlarged sectional view taken along line a-a in fig. 1.
Fig. 3 is an enlarged sectional view at B-B in fig. 1.
Fig. 4 is an enlarged sectional view at C-C in fig. 1.
Fig. 5 is a real-time change curve of the internal pressure of the fracturing device in the preferred embodiment.
Sequence numbers of the drawings:
1-a fracturing device, 11-a fracturing disc and 12-a hydraulic cylinder;
2-the rock mass;
and 3, horizontally drilling.
Detailed Description
The method for measuring the ground stress disclosed by the embodiment specifically comprises the following steps:
the method comprises the following steps of firstly, manufacturing a fracturing device 1, wherein the fracturing device 1 comprises a fracturing disc 11 and a hydraulic cylinder 12; the fracturing disks are circular arc disks, fracturing sawteeth are arranged on the outer end faces of the fracturing disks, a pair of fracturing disks are oppositely arranged to form a fracturing ring, and the splicing faces of the two fracturing disks are in a fracturing direction; a pair of hydraulic cylinders are arranged in a fracturing circular ring in parallel, the piston end is connected with the same fracturing disk, the cylinder body end is connected with the other fracturing disk, the two hydraulic cylinders are connected to the same hydraulic station, and synchronous expansion and contraction can be ensured through the driving of the same hydraulic station.
And step two, constructing a horizontal drilling hole 3 in advance at the position of the rock mass 2 to be measured for the ground stress, wherein the inner diameter of the horizontal drilling hole is slightly larger than the outer diameter of the fracturing device, so that the fracturing device can be smoothly placed into the drilling hole.
Step three, as shown in fig. 1-4, sequentially placing the three fracturing devices into the depth of the horizontal borehole 3, and sequentially marking as an inner fracturing device, a middle fracturing device and an outer fracturing device; the fracturing direction of the inner fracturing device is theta1The fracturing direction of the middle fracturing device is theta2The fracturing direction of the external fracturing device is theta3。
And step four, driving a hydraulic cylinder of the inner fracturing device through the hydraulic station to separate the pair of fracturing disks, fracturing rock masses in the hole wall along the joint position of the two fracturing disks, and recording the pressure of the hydraulic cylinder in real time.
And step five, driving a hydraulic cylinder of the middle fracturing device through a hydraulic station to separate the pair of fracturing disks, fracturing the rock mass in the middle of the hole wall along the joint position of the two fracturing disks, and recording the pressure of the hydraulic cylinder in real time.
And step six, driving a hydraulic cylinder of an external fracturing device through a hydraulic station to separate a pair of fracturing disks, fracturing the rock mass outside the hole wall along the joint position of the two fracturing disks, and recording the pressure of the hydraulic cylinder in real time.
And seventhly, obtaining three different equations through the opening pressure when the cracks in the three different directions are reopened, and solving three unknowns: namely the horizontal principal stress, the vertical principal stress and the horizontal principal stress direction, the calculation formula is as follows:
kPi1b＝3σv-σh-4(σv-σh)sin2(θ1-α)-P0，
kPi2b＝3σv-σh-4(σv-σh)sin2(θ2-α)-P0，
kPi3b＝3σv-σh-4(σv-σh)sin2(θ3-α)-P0，
in the formula, Pi1b、Pi2bAnd Pi3bInternal pressure, σ, of the inner, middle and outer fracturing devices, respectivelyhIs the horizontal principal stress, σvIs the principal vertical stress, theta1、θ2And theta3Respectively the fracturing directions of the rigid fracturing disks in the innermost part, the middle part and the outermost part of the hole, alpha is the horizontal main stress direction, P is the horizontal main stress direction0The pore pressure around the fracture, k is a correction coefficient, and the real-time change curve of the internal pressure of the in-hole pressure device is plotted, as shown in fig. 5.
And step eight, constructing a vertical drilling hole at the position where the ground stress is to be measured, repeating the step two to the step seven, and measuring the directions of the minimum horizontal main stress, the maximum horizontal main stress and the minimum horizontal main stress in the plane vertical to the drilling direction.
In this embodiment, the in-situ tensile strength of the rock mass at the measurement position and the uniformity characteristic of the tensile strength of the rock mass can be calculated according to the initial opening pressure of the fracturing device for fracturing the rock mass at the hole wall shown in fig. 5, which are specifically as follows:
(1) calculating the in-situ tensile strength sigma of the middle section rock mass according to the initial opening pressure of the inner fracturing devicet1：
σt1＝r(Pi1a-Pi1b)，
In the formula, Pi1aAnd Pi1bWhen fracturing rock mass for respectively inner fracturing devicesR is the rock body in-situ tensile strength measurement correction coefficient.
(2) Calculating the in-situ tensile strength sigma of the middle section rock mass according to the initial opening pressure of the middle section fracturing devicet2：
σt2＝r(Pi2a-Pi2b)，
Pi2aAnd Pi2bRespectively the initial opening pressure and the reopening pressure when the middle fracturing device fractures the rock mass.
(3) Calculating the in-situ tensile strength sigma of the mouth section rock mass according to the initial opening pressure of the external fracturing devicet3：
σt3＝r(Pi3a-Pi3b)，
Pi3aAnd Pi3bRespectively the initial opening pressure and the reopening pressure when the external fracturing device fractures the rock mass.
(4) Calculating the tensile strength uniformity index sigma of the rock mass in the measuring area according to the in-situ tensile strength of each positionT，
In the formula, σtaThe average value of the in-situ tensile strength of the rock mass at the inner part, the middle part and the outer part of the drill is obtained.
Compared with the prior art, the method has the following advantages:
1. the fracturing device can be directly inserted into a pre-drilled drill hole, and the measuring process is convenient and simple;
2. the pressure in the hole required in three directions of fracturing can be measured only by placing the fracturing device in the drill hole once, so that the measurement error caused by placing the device for multiple times is avoided, and the measurement process is more efficient and more accurate;
3. the rock fracturing position in the hole can be preset and flexibly controlled, so that the measurement directionality and pertinence are improved;
4. in the whole measurement process, only the rigid fracturing disc in the hole is in contact with the rock mass, so that the influence on the rock mass characteristic caused by the contact of a hydraulic medium and the rock mass is avoided;
5. in the implementation process, the in-situ tensile strength of the rock body at the determined position and the uniformity characteristic of the tensile strength of the rock body can be calculated according to the initial opening pressure of the rock body at the fractured hole wall of the in-hole rigid fracturing disk, so that the diversity of in-situ measurement is improved.
Claims (8)
1. A rock mass ground stress measuring method comprises the following steps:
s.1, constructing a horizontal drilling hole at a test position;
s.2, placing a plurality of fracturing devices into the horizontal drill hole, wherein the fracturing directions of the fracturing devices are different;
s.3, controlling each fracturing device to work in sequence, fracturing the rock mass, wherein the fracturing sequence is from the inner part of the hole to the outer part of the hole, and recording the applied pressure;
s.4, solving the horizontal principal stress sigma according to the recorded opening pressure when the cracks of each fracturing device of the horizontal drilling hole are openedhVertical principal stress σvAnd a horizontal principal stress direction α;
s.5, constructing a vertical drilling hole at the test position;
and S.6, repeating the steps S.2-S.4, and measuring the directions of the minimum horizontal principal stress, the maximum horizontal principal stress and the minimum horizontal principal stress in a plane vertical to the drilling direction.
2. A method of measuring the geostress of a rock mass as defined in claim 1, wherein: the fracturing device comprises a fracturing disc and a hydraulic cylinder; the fracturing disks are circular arc disks, a pair of fracturing disks are oppositely arranged to form a fracturing circular ring, and the splicing surfaces of the two fracturing disks are in the fracturing direction; a pair of hydraulic cylinders are arranged in the fracturing circular ring in parallel, the piston end is connected with the same fracturing disk, and the cylinder end is connected with the other fracturing disk.
3. A method of measuring the geostress of a rock mass as defined in claim 2, characterised by: the outer end face of the fracturing disc is provided with fracturing sawteeth; the pair of hydraulic cylinders are driven by the same hydraulic station.
4. A method of measuring the geostress of a rock mass as defined in claim 3, characterised by: three fracturing devices, namely an inner fracturing device, a middle fracturing device and an outer fracturing device, are sequentially arranged in the horizontal drilling hole from the inner part of the hole to the outer part of the hole; the fracturing direction of the inner fracturing device is theta1The fracturing direction of the middle fracturing device is theta2The fracturing direction of the external fracturing device is theta3。
5. A method of measuring the geostress of a rock mass as defined in claim 3, characterised by: in said s.4 the process is carried out,
kPi1b＝3σv-σh-4(σv-σh)sin2(θ1-α)-P0，
kPi2b＝3σv-σh-4(σv-σh)sin2(θ2-α)-P0，
kPi3b＝3σv-σh-4(σv-σh)sin2(θ3-α)-P0，
in the formula, Pi1b、Pi2bAnd Pi3bInternal pressure, σ, of the inner, middle and outer fracturing devices, respectivelyhIs the horizontal principal stress, σvIs the principal vertical stress, theta1、θ2And theta3Respectively the fracturing directions of the rigid fracturing disks in the innermost part, the middle part and the outermost part of the hole, alpha is the horizontal main stress direction, P is the horizontal main stress direction0K is a correction factor for pore pressure around the fracture.
6. A method for measuring the uniformity of tensile strength of a rock mass, which is based on the opening pressure of any one of claims 1 to 5,
firstly, calculating the in-situ tensile strength of the rock body corresponding to each fracturing device,
and then according to the in-situ tensile strength of each position, calculating the tensile strength uniformity index of the rock mass in the measured area.
7. The method for measuring the uniformity of tensile strength of a rock mass according to claim 6, wherein: the in-situ tensile strength comprises an inner tensile strength sigmat1Middle tensile strength σt2And external tensile strength σt3；
σt1＝r(Pi1a-Pi1b)，
σt2＝r(Pi2a-Pi2b)，
σt3＝r(Pi3a-Pi3b)，
In the formula, Pi1aAnd Pi1bRespectively the initial opening pressure and the reopening pressure when the inner fracturing device fractures the rock mass,
Pi2aand Pi2bRespectively the initial opening pressure and the reopening pressure when the middle fracturing device fractures the rock body;
Pi3aand Pi3bRespectively the initial opening pressure and the reopening pressure when the external fracturing device fractures the rock mass;
and r is the rock body in-situ tensile strength measurement correction coefficient.
8. The method for measuring the uniformity of tensile strength of a rock mass according to claim 7, wherein: the tensile strength uniformity index sigmaT，
In the formula, σtaThe average value of the in-situ tensile strength of the rock mass at the inner part, the middle part and the outer part of the drill is obtained.
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